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CONDITION ASSESSMENT, DURABILITY AND CORROSION OF ROCK REINFORCEMENTS
Kenneth L. Fishman, Ph.D., P.E.
17th ANNUAL TECHNICAL FORUM
GEOHAZARDS IMPACTING TRANSPORTATION IN THE APPALACHIAN REGION
Session #6
“Rock Reinforcement ”Blacksburg, VA
Wednesday, August 12, 2015
1
TOPICS1. Rock Reinforcement Types and Installation
Details2. Chronology of Rock Reinforcement Types3. Corrosion & Corrosion Protection4. Existing Performance Data5. NDT6. Service Life Modeling7. Conclusions
2
1. TYPES OF ROCK REINFORCEMENTS
System Type Tendon Type Anchorage Type Corrosion Protection
Rock Anchors Strands or BarsHigh Strength Steel
Cement Grout in Bonded Zone
Class I or Class II Protection
Rock Bolts Bars StrandsMild Steel or 150 ksi
Mechanical, resin grout or cement grout
Epoxy coating, galvanized, grout cover. May have no protection other than grout cover.
3
ROCK BOLTS
Mechanical anchorage
Grouted anchorage
4
Sledge & Wedge Rock Bolt
5
Expansion Shell Anchorage
6
Cement-Grouted Anchorage
7
Resin-Grouted Anchorage
8
Ground Anchor
9
10
2. CHRONOLOGY
10
3. TYPES OF CORROSION
Uniform corrosionPitting corrosionCrevice corrosionStress corrosion crackingHydrogen embrittlementStray-current induced
corrosionMicro-bacterial induced
corrosion 11
CORROSION PROTECTION SYSTEMS
12
Class II (PTI, 2007)
13
Class I (PTI, 2007)
14
4. LONG TERM PERFORMANCE OF ROCKBOLTS (Baxter, 1987; Kendorski, 2003 )
Finish Rockbolt Research (Sundholm, 1987)• Cracks, voids and lack of material were found in both cement
grouted and resin grouted bolts.• Large pieces of resin cartridge cover were seen between the
grout and the borehole wall.• Cement grouting of rebar seemed to offer the best protection
against corrosion.• For cement-grouted bolts damage from corrosion only
occurred at the proximal end of the bolt, where the cement grout was often very poor.
• Uncovered parts of resin-grouted rebar were very badly corroded within two years
15
LONG TERM PERFORMANCE OF ROCKBOLTS (CONT.)
Swedish Rockbolt Research (Helfrich and Finkel, 1989)• Approximately 50% of cement grouted bolts had reduced or insufficient
grouting.• Severe pitting corrosion was observed in cement grouted rockbolts.• General surface corrosion was observed from uncoated bolts.• Resin-grouted bolts indicated increasing rust formation with age.• Cement-grouted bolts had no or poor grout quality at the distal end.• Resin-grouted bolts showed no or poor grout quality at the proximal
end.
16
Ground Anchor Performance
Case Studies 35 case studies reported by FIP
(1986) Rock bolt experience in mining
industry NCHRP 24-13 survey
– Several reported incidents in transportation sector
History of Performance In general performance
has been satisfactory Some corrosion
problems- near anchor head, MIC, stray currents Creep Loads not anticipated in
design- ice loads, poor drainage, cyclic loads
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5. NDT
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UTILITY OF NDT
Electrochemical Tests–Half cell–Polarization
Indicate integrity of corrosion protection systems.
Wave Propagation Techniques– Impact Test–Ultrasonic Test
Assess the current condition of an element, i.e., severity of corrosion.
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APPROACH1. A number of monitoring techniques are included in the test protocols for
NDE of rock bolts2. The SE, IR , UT, and ECT techniques are applied to evaluate the condition
of grouted rock bolts3. Installation details can be distinguished with NDE, and these details are
useful for condition assessment and service life modeling4. Reliability and durability are affected by lock-off loads, and whether the
design load is determined by geotechnical or structural considerations
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SIGNAL ATTENUATION
SIGNAL ATTENUATION
40 Kips
10 Kips
LIFT-OFF TEST RESULTS
BOLT #
LIFT-OFF(Kips)
NDT RESULT
CORRECTNDT
3 36 GOOD Y4 38 GOOD Y7 17 GOOD (?) N (?)8 22 GOOD N9 20 NG Y
G1 7 NG Y6 LOOSE NG Y17 LOOSE G/NG Y (?) 22
VERIFICATION OF NDT
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Total Length = 15 Feet
00.0020.0040.0060.0080.01
0.012
0 1000 2000 3000 4000
Frequency (hz)
Mob
ility
MOBILITY CURVES
Normal Distressed
P
Q
fR
fp
24
Bruceton SRCM
SE Test Results
UT Results
25
HALF-CELL POTENTIALS
26
CORROSION RATES OBSERVED WITH LPR
27
LOCH ALVA DAM
28
DAM TIE DOWNS - BUTTON HEAD ANCHORAGES
29
-0.4
-0.2
0
0.2
0.4
0.6
outp
ut (v
olts
)
0.000
0
0.000
5
0.001
0
0.001
5
0.002
0
0.002
5
0.003
0
0.003
5
0.004
0
0.004
5
0.005
0
0.005
5
0.006
0
0.006
5
0.007
0
0.007
5
0.008
0
0.008
5
0.009
0
0.009
5
0.010
0
Anchor #1
Anchor #6
time (s)
Loch Alva Anchor #1
Anchor #2
Anchor #3
Anchor #4
Anchor #5
Anchor #6
LOCH ALVA DAM - IMPACT TEST RESULTS
30
Grout Condition Assessment for Rock Bolts & Ground Anchors
31
6. SERVICE LIFE MODELING
32
CORROSIVENESS OF SOILS
Corrosiveness Resistivity(ohm/cm) pH
Normal 2000 − 5000 5 − 10Aggressive 700 − 2000 5 − 10
Very Aggressive < 700 < 5
33
Recommended Parameters for Service-Life Prediction Model
(Withiam et al., 2002)
Parameter Normal Aggressive VeryAggressive
K (µm) 35 50 340r 1.0 1.0 1.0
34
0
200
400
600
800
1000
1200
1400
1600
1800
2000
0 5 10 15 20 25 30 35
Age (Years)
Thic
knes
s Lo
ss ( µ
m)
Rock Bolts, Anchors & TiebacksBar Mats
EliasX = 80*t0.8 Caltrans
X = 80*t
RomanoffX = 150*t0.8
Ellenville
Effect of Time on Metal Loss for Rock Bolts & Ground Anchors
35
( )yrtside
mAside
mX 8.0×
=
µµ
Statistics for A µ = 60 µm/yrσ= 40 µm/yrPDF - lognormal
SERVICE-LIFE MODEL
36
7. CONCLUSIONS
• The type of rock reinforcement and installation details have a significant effect on condition assessment and durability.
• Older installations may not incorporate the same level of details and corrosion protection afforded to more modern applications.
• Existing data on performance and service life are useful to identify vulnerabilities of different systems.
• In general, systems are most vulnerable to deterioration near the anchor heads.
• NDT are useful tools for condition assessment.• Generalized service-life models are available from the literature• More data are needed from condition assessment to incorporate
affects of climate and site conditions on performance
37
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